GO2-83-863, Forwards Addl Info Re Containment Out-of Roundness Per NRC 830722 Meeting

Forwards Addl Info Re Containment Out-of Roundness Per NRC 830722 Meeting

ML17277A865
Person / Time
Site:	Columbia
Issue date:	09/26/1983
From:	Sorensen G WASHINGTON PUBLIC POWER SUPPLY SYSTEM
To:	Schwencer A Office of Nuclear Reactor Regulation
References
GO2-83-863, NUDOCS 8310040440
Download: ML17277A865 (53)

Text

~ I REGUI ATORY FORMATION DISTRIBUTION SY M (RIDS)

ACCESSION NBR 83100 f0440 DOC ~ DATE ~ 83/09/26 NOTARIZED NO DOCKET FACIL:50 397 NPPSS Nuclear ProJectg Unit 2g Nashington 'Public Powe 05000397 AUTH INANE AUTHOR AFFILIATION SORENSENiGiG, Washington Public Power 'Supply System RECIP,NAME RECIPIENT AFFILIATION SCHHENCERr" ~

Licensing Branch 2

SUBJECT:

Forwards addi info re containment

.,"Out of Roundness" per NRC 830722 meeting.

DI'STRIBUTION CODE!

B001S COPIES RECEIVED;LTR ENCL L SIZE:,

TITLE:'Licensing Submittal:,PSAR/FSAR Amdts 8, Aelated Correspondence NOTES:

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Washington Public Power Supply System P.O. Box 968 3000 George Washington Way Richland, Washington 99352 (509) 372-5000 September 26, 1983 G02-83-863 Docket No. 50-397 Director of Nuclear Reactor Regulation Attention:

Mr. A. Schwencer, Chief Licensing Branch No.

2 Division ot Licensing U.S. Nuclear Regulatory Commission Washington, D.C.

20555

Dear Mr. Schwencer:

Subject:

NUCLEAR PROJECT NO.

2 ADDITIONAL INFORMATION ON CONTAINMENT OUT-OF-ROUNDNESS

References:

1) Letter, G02-82-967, A. Schwencer (NRC},

December 8, 1982 2} Letter, G02-83-103, A. Schwencer (NRC},

-February 8, 1983 3} Letter, G02-.83-480, A. Schwencer (NRC),

June 1,

1983 G.

D. Bouchey (SS) to same subject, dated G.

D. Bouchey (SS) to same subject, dated G.

D. Bouchey (SS) to same subject, dated Attached is additional information relating to containment "Out-of Roundness" requested by the NRC during a meeting on this subject with representatives of the Supply System and Burns and Roe in 8310040440 830926 PDR ADOCK 05000397 A

PDR

'l

A. Schwencer Page Two September 26, 1983 ADDITIONAL INFORMATION ON CONTAINMENT OUT-OF-ROUNDNESS

Bethesda, Maryland on July 22, 1983.

We hope the information contained in the Attachment, in conjunction with References 1), 2) and 3), will be sufficient to enable the NRC staff to complete its evaluation of this issue.

Very truly yours, G.

C. Sorensen, Acting Manager Nuclear Safety and Regulatory Programs EAF/tmh Attachment cc:

R..Auluck -, NRC WS Chin - BPA J

O'Donnell - BSR J

Verderber - B&R A

Toth -

NRC Site

I C

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4,p E

(N(

~NRC R

ATTACHMENT TO G02-83-863 Provide a table showing the difference between maximum and minimum containment diameters, from the PDM as-built survey data.

~Res onse:

See Table 1 and Appendix A to this Attachment.

(Ni

~NRC R

Describe how the maximum and minimum diameters recorded in the PDM as-built survey were obtained (i.e.

by measuring across the contain-ment diameter, or by adding radii measured from a plumb bob line or other demarcation of the containment axis).

~Res ense:

Through a conversation with the PDM Project Manager at the time this work was performed (Mr. Max Schulze),

we have been advised the diameter measurements provided in the PDM as-built survey were obtained both by direct measurements from one side of containment to the other, and by radial measurements.

Both methods were used as checks against one another.

The radial measurements have not been preserved,

however, and are not contained in the quality-related documentation turned over by PDM to the Supply System.

Radial measurements were obtained by Burns and Roe, as Construction Manager at the time this work was performed, as a means of determining locations and magnitude of encroachment on biological shield wall thickness, and were provided to the NRC staff at the July 22, 1983 meeting.

(C(

~NRC R

Since the difference between the maximum and minimum containment diameter at one location (elev. 564'-10"} exceeds the allowable difference given in Article NE.4221.1 of the ASME Code by less than 1/16" as determined from the PDM as-built measurements (see Table 1 in Exhibit A), address the significance of this exceedance in terms of its effect on containment structural capacity.

~Res onse:

PDM Corp.

has design.,responsibility for the containment vessel under ASME Section III, and has,concluded that this minor deviation from the ASME Code tolerance is insignificant, and therefore would not alter any of the conclusions made in the Final Stress Report for the containment.

See the April 6, 1983 letter from PDM to Burns and Roe on this subject (Exhibit B to this Attachment).

This conclusion is supported by studies performed by Lockheed for the NRC on the WNP-2.Containment, Vessel (Ref:

"Buckling of Steel Containment

Shells, Task 1b, NUREG/CR-2836).

Referring to NUREG/CR-2836, the critical stress for the WNP-2 shell in the lowest part of the drywell cone is predicted by utilizing Fig. 2.16 for the perfect and imperfect shell.

The factor of safety for the perfect shell (ratio of allowable stress for the perfect shell divided by the actual stress) is equal to 4.1.

The factor of safety for the imperfect shell (ratio of allowable stress for the imperfect shell divided by the actual stress) is reduced to 2.4.

This initial imperfection shown on Figure 2. 16 is that defined by NE-4220.

As noted in ASIDE Code Case N-284, a

factor of safety of 2.0 is recommended for buckling stresses that have been reduced by capacity reduction factors.

Figure 2. 10 of NUREG/CR2836 presents the critical buckling mode shape of the drywell. It is noted that at elevation 564'-10",

where the out-of-roundness of the containment exceeds NE-4220 requirement by 1.8/, the displacement is negligible as compared to the maximum displacement at the lower portion of the drywell. It can be concluded that the slight exceedance in imperfection at elevation 564'-10" will not lower the safety factor of 2.4.

(0)

~IIRC R

For the calculation relating to reduction in structural capacity of the biological shield wall due to encroachment'of the containment vessel (provided by Burns and Roe at the, July 22, 1983 meeting), describe the computer code used to produce the forces and moments acting at the critical section.

Also, define the controlling load combination and indicate whether the 2 psi pressure load, acting on the bioshield due to compressible foam between the bioshield wall and containment, was included.

~Res onse:

All load combinations of Table,3.8-15, Chapter.

3 of the FSAR were investi-gated for each of 11 separate vertical segments (cones) of the wall.

The maximum forces and moments were selected and used as the basis of design for each cone.

In the majority of cases the Abnormal/Extreme Environmental load combination governed:

D+ L+Ta+ Ra+.E'

=.Dead load L = Live load Ta

= Thermal load - accident condi tion Ra

= Pipe reactions on structures. during an accident E'

Safe shutdown earthquake loads The design utilized STARS-2, a commercially, available program in the public domain,-developed by Grumman Data, Service at Bethpage, New York.

The internal pressure of 2 psi exerted on the interior face of the biological shield wall was considered in the design of the wall, and is included in all the loading categories of Table 3;8-.15.

(E)

NRC uestion What are the governing ACI Code requirements relating to tolerances for circularity?

Are these allowable deviations considered in the calculation for reduced structural capacity of the biological shield wall?

~Res ense:

Both ACI 349 and the WNP-2 Specifications use ACI 347 as a basis for concrete tolerances in the construction of the plant.

The applicable paragraphs in ACI 347 are paragraph 3.3.1.3 and 3.3.1.4 which allow a maximum of + 1" in plan dimensions for a structure such as the biological shield wall.

A worst case situation would be a loss of 3 5/8 inches of wall thickness - discussed in Item (F) - further reduced to 4 5/8 inches.

This would result in decreasing the capacity of the wall by an additional 21o leaving a design margin of 1. 14.

It should be noted that the original calculations provided a contingency of 10$ on all moments and shears to allow for unknowns such as those discussed in. questions 1 and 2.

A review of the potential loss in capacity indicates that no more than'$ of this 10$ is used.

(F)~NRC R''

guantify the effect of reductions in structural capacity of the bio-logical shield wall in terms of its effect on design margin.

~Res onse:

The maximum loss of concrete wall thickness possible is at elevation 496.75 feet, azimuth 90 and is. recorded as 3 5/8".

The effect on the capacity of the wall is as follows:

Design Capacity (60 inches wide)

M

= 465 Kip-ft.

Design Capacity.(56 3/8 inches wide)

H

= 448 Kip-ft.

This, represents approximately a 4X reduction in capacity.

Since the actual required design moment is N=386 Kip-ft., there is still a Design margin of'448

=. 1.16 386 (BRI Calculation Book SV-53, Calc. 86.19-17).

Copies of these calculations, were provided to the NRC staff at the July 22, 1983'meeting between the NRC,.Burns and

Roe, and the Supply System.

(G)

'~NRC:R' State whether, template measurements for local deviations from true circular form, required by ASIDE.Section III, Article NE 4221.2, were made.

If not, provide justification;

(RR

~NC R

Describe how as-built containment penetration locations are accormodated in construction and final stress analysis of piping.

~Res ense:

As indicated in the material provided to the NRC staff at the July 22, 1983 meeting, cold-springing of pi'pe is avoided by providing make-up spool pieces fabricated longer than what would be required by design

geometry, which are field-trimmed to accommodate as-built piping and anchor geometry.

This prevents unaccounted-for stresses both in the piping and in the containment shell at the penetration.

As indicated in the WNP-2 response to IE Bulletin 79-14, (Letter G02-79-156, dated September 7,

1979} the as-built configuration of safety-related piping and supports is documented by field walkdowns and surveys, and is evaluated by the responsible design organization in the final stress analysis of the piping system.

The procedure for final piping as-built evaluation for WNP-2 was provided to the NRC staff at the July 22, 1983 meeting.

As shown in that procedure, the minimum deviation between design geometry and as-built geometry which would require reanalysis of the piping system is much larger than the as-built deviations in containment penetration locations, as indicated in Reference 3), and in the penetration as-built information provided to the NRC at the July 22, 1983 meeting.

In conclusion, the effect of the measured as-built deviations of penetra-tions from their design geometry on stresses in the piping system or containment is insignificant and does not invalidate stress analyses performed for these components.

~NRC Provide a tabulation showing how NE 4222.1 and NE 4222.2 requirements were met for the containment vessel head.

~Res 'onse:

Tabulation of results provided in the as-built records for the drywell

head, which was given to the NRC staff at the July 22, 1983 meeting, is provided in Table 2, Exhibit:E.'

The allowable deviation of the inner surface of the head from its specified shape is given by NE.4222.1 as 1 1/4 percent of'he inside diameter of the head skirt (.0125 x 9652',

120.6mm}.

The allowable difference,-between maximum and minimum diameters of the skirt is given by NE.4222.2 as 1 percent of the nominal diameter (.01 x 9652mm

=

96.5mm).

~Res onse:

From discussions with Mr. Max Schulze, PDM Project Manager for Contract 213, we have been advised that circular templates were used in the construction of the containment vessel to maintain conformance with design geometry, in accordance with standard construction practice.

Such templates were used for each plate in each shell course in the cylinder and cone.

However, procedures governing this work and documen-tation of results do not exist.

Whether or not segmental templates of arc length dictated by NE 4221.2 were used, and whether or not measured deviations from true theoretical form met NE 4221.2 requirements, is therefore not known.

As indicated in Reference 3}, PDM's limitation on offset from true theoretical form at weld joints was substantially more restrictive than the requirements of NE 4221.2.

Subsequent review of the quality docu-mentation provided by PDM indicates that individual shell plates in the cylinder and cone were rolled and checked for geometry and curvature in a jig. If weld pads were subsequently welded to the rolled plates, curvature and geometry were rechecked after welding. If excessive deformation had occurred due to welding, the plates were reshaped to proper curvature.

Refer to sample fabrication check lists (FCL 501. 1,

, 507. 1 and.2} in Exhibit C for documentation of these checks for a typical shell plate in the cylinder and one in the cone.

FCL 501. 1 is the fabrication check list for a typical cylinder plate, while FCL 507.1 and.2 are the fabrication check lists for a typical cone plate.

Tel'ephone discussions with PDM indicate that such checks are in accor-dance with current shop practice, and would have been performed at the time materials were fabricated for WNP-2.

Also in Exhibit C are copies of typical construction check lists (CCL) for horizontal and vertical weld seams in the cylinder and cone.

These check lists were used to document the fit-up checks required for offset at weld joints referred to above, as well as for other quality-related inspection requirements.

Copies of the PDM gA program relating to fit-up inspection for offset at weld joints, for the Pittsburgh and Provo fabrication shops, were provided to the NRC at the July 22, 1983 meeting.

Exhibit D provides a copy of the same fit-up inspection requirements for the field, from the PDM Corporate Field qA manual, which forms the basis for the inspections documented on the CCL's in Exhibit C.

In summary, the geometry and curvature checks made during fabrication as indicated on the FCL's, the checks on offset at weld joints made during construction as indicated on the CCL's, and the use of templates during construction to check for conformance with design geometry provide assurance that local deviations from true circular form were tightly controlled.

Due to requirements for constructability (i.e. fit-up at weld joints), the actual local deviations from true circular form are probably much less than. what is permitted by NE.4221.2, although the procedural requirements of NE 4221.2 for determining conformance with true circular form may not have. been followed.

EXHIBIT A RESULTS OF AS-BUILT SURVEY ON CONTAINMENT DIAMETERS, FOR COMPLIANCE WITH ASME SECTION III ARTICLE NE 4221.1 LIMITS ON OUT-OF-ROUNDNESS

4 I

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~."epared By:

J. Voss Da"e:

June

'16, i 975

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TABLE 1 COMPLIANCE WITH'NE 4221.1 Top of Ring Elevation Maximum Diameter Minimum

'Diameter max min

.01 X

Desi n Diameter 449'-8 1/2" 459'-6 9/32" 469'-4 1/16" 479'-1 27/32" 488'-ll 5/8" 496'-9 3/4" 500'-8 1/4" 510'-2 9/16" 519'-8 13/16" 528'-7 7/8" 537'-6 15/16" 546'-6" 555'-5 1/16" 564'-10" 573'-3 1/4" 582'-0" 85'-10" 85'-9 9/16" 85'-9 1/2" 85'-9 9/16" 85'-10 7/16" 83'-8 1/2" 81'-4 1/8" 75'-ll 7/8" 70'.-5 1/8" 65'-5" 60'-3 3/16"

'55'-1 13/16" 50'-1 5/8" 44'-6 7/8" 39'-6 1'/2" 31'-8 3/16"

,85'-7 1/8"

.85'-6 1/8"

.85'-6 1/8"

,85'-6"

.85'-7'l/16" 83'.-5.13/16" 81'-2 1/8"

. 75'-9" 70'-3" 1/4"

.65'.-1 3/8" 59'-10 7/8

,54'-8 7/8" 49'-8 3/4" 44',-1 1/2" 39'-3" 31'-7.11/16" 2.88" 2.44" 3.38" 3.56" 2.75" 2.69" 2.0""

2.88" 1.88" 3.63" 4.31" 4.94" 4.88"

, 5.38"

-3.50" 0.50"

10. 29" 10.29" 10.29" 10.29" 10.29" 10.02" 9.76" 9.10" 8.44" 7.83" 7.21" 6.59" 5 98" 5.33" 4 74 II

3. 80"

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EXHIBIT B LETTER FROM PDM TO BURNS 5 ROE, DATED APRIL 6,

1983, ON THE SIGNIFICANCE OF THE DIAMETER VARIATION AT ELEVATION 564'-10"

PDIM Pittsburgh-Des Moines Corporation 3400 Grand Avenue Neville Island Pittsburgh, PA 15225 41 2-331-3000 April 6, 1983 Burns and Roe, Inc.

P.O.

Box 200

Richland, WA 99352 Attention:

Mr. R. Sanan

Subject:

Reference:

Gentlemen:

Hanford II Diameter Variation Letter from Offineer (PDM) to Sanan (BGR) of ll/ll/82'his letter is to address the as-built diameter variation

, discussed in the referenced letter.

We, were advised at that time that the 1% variation permitted by NE 422.1 had been exceeded by 0.047 inches or 0.018% at elev. 564'-10.

We believe that the requirements of NE 4221.1 are satisfied by the diameter variation measured and that the condition is acceptable.

N

First, given the degree of accuracy with which the diameter measurements were

taken, the percentage variation cannot be calculated to more than two places 1.018%

should have been rounded off to 1.0%

and should not have been considered in excess of the Code allowable.

Secondly,,

this minor deviation does not alter any of the conclusions made in PDM's Final Stress Report and therefore the vessel adequacy is not impaired by this condition.

M-

~

Very truly yours, PITTSBURGH-DES MOINES CORPORATION David C. Looman, P.E.

Sr. Project Engineer DCL/ss QNE AC p./y

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CCL FILE NO. CA~ (g

.~66 6

ASSBELv C linder Section Second Rin CCL PAG" 1 of~

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Sevfe66ed and approved by bk<

- 6'o '3 AUTrIO.

IiISPECTOR DATE

, ) {Sadoatore r qofred i'r A&IS Senti.on &1 related material only)

Qh. Approved

/2/o7 Initia).

Date NO'SM~&uCTIVZ ED&~~QTIOh RT (Had ograph7)

PROCEDURE RT-2 REVISION P1Z DHh.'Aii G(s)

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'PV PT (quid Penetrant)

MT (Magnetic Particle)

NA N/A N A

HEV, HmV, VZ (Vox,)

VB (Vacuum Bax)

IT (I~~de L n Te&)

Other N A N/A N/A I WZrZING PHOCmUHZ(s)

N A 68-SMAW G Vertical N/A 72-69 FCAW gG Vertical N/A SF4. o.i Car 4 t~ DESCRIPTION 1.0 Q.A. ins ector fit u to the a licable ocedure specification"and WPS- $.

2.0 Authorized inspector hold point.

Q.A. monitor in process welding to the applicable procedure specification and WPS-P, using calibrate instruments.

2.1

$.0 4.O 4.1 Authorized inspector hold point.

Q.A. inspect finished weld and surface area 2" to eac si e o we Authorized ins ector hold int..

Q.Ae perform radio ra 6

Authorized inspector hold point,.

Kr Ccd%

ICC La

~6 CRC Lh-Io Form 6203 Hev. 4 AUTHORIZED INSPECTOR ONLY! V-Verify W-Witness

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ASS~LE COL PAC""

g of SAM HO SA.NO..Q DATZ SEQ.XO. t.l DZTE SEQ.NO. g. 0 DATE

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%leOE CM Awed l IR ~64 Cylinder Section Second Ring ASSR'SLY CO~ PXG."~or j M@I NO DE oxsravczroit coze;c rzsv (cot)

CCL %LE I'JO R v ewed and approved by" 3 -lo-A

. OBiZW 1SPECTOR DATE (S'na ure required. x,or A&~ Section &~I related, material o~)

QA, Approved g/(

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Date NONDM~Tc "CTIVE EBi~~~TION PZ (Badiography)

PT (druid Penetrant)

HT (Hagnet'ic Particle)

VT (V~)

Ve (V~um aa )

LT (Halide Leak Test)

Ot'her PRO CEDUHE RT-2 N A N A N A N A N/A R~SION N A N/A N A N A N/A PEN DRA~~~G(s) pg'1 8 V MV 8" V PI I StELDING PROCEDURE(s) 68-0 SMAW 2G Horiz.

72-71 SR&1 SAW 2G Horiz.

DESCRIPTION SIRIATUBE 1 0 A

ins ect fit-u to the a licable rocedure specification and WPS- $.

1.1 Authorized ins ector hold oint.

2.0 Q.A. monitor in rocess welding to the applicable procedure specification and UPS- $, using calibrate instruments.

/2-/+yg ai-Js 2.1 Authorized ins ector hold point.

.0 Q.A. ins ect finished weld and surface area 2" to each side of weld.

/2<<2/ 7 g.i>-I3 R~4 4.O Q.A.

erform radiography.

0.1 Authorized inspector hold point.

g.l Authorized inspector hold point.

I2 2i-73 Form Q203 Revo 4 AUTHORIZED INSPECTOR ONLY> V-Verify W-Witness

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ASSEMBLY Cone Section Fourth Ring CCL rii" NO CC-CCL PAG"'

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See Attached Schedule

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(-II L A~LOBZZW ZiSPECTOR DATE

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ure required for A&~ Section ZEZ related materi.M o~)

" Aooroved IILLGLa1.

RT (Rad'ography)

RT-2 NONDESTRUCTIVE KQQMiArIOH PROC')WE R~SZON 7

PZH DRAW32IG(s )

E19 R~h PT (Liquid Penetrant)

N A N A REV RaV HT (Magnetic Pavbicle)

VT (V~ual.)

VS (Va ~ sax)

LT (HaLide Leak Test)

SEQ.

N A N A NA N A DESCRZFii:OH N A NA N/A N A P~X FIELDING ROCEDm".( )

72-70 Pt Ai4 SIGNATURE DATE 1.0 En ineerin verify location.

2.0

. A. ins ect material identification.

.0 Q. A. inspect fit up to the applicable procedure

@PS-8 Authorized ins ector hold int for seam No.J 4.0 Q. A. monitor in-process welding to the applicab e

rocedure s ecification and WPS-8 usin calibrated instruments.

Q. A. inspect finished weld and surface area 2" to rm 1 0 RT.

Authorized inspector hold point.

Inspection of el d review of radio ra Io NOTE:

Provisi de ox. the si -off sheets or cons ruc ion Fom $203 Rev, 4 ons are ma gn steps other than those stipulated by him, so that he may verify or witness them if he elects to do so.

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CCL FZL~ NO.

CC-

~64 (Horizontal Seam)

ASS~~BLY Cone Section - Fourth Rin SUP'f i'0 CCL PAO"-~of~

YL, H v'ewed a'nd. approved by

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AUTEORIZW

.INSPECTOR DATZ (Siam ure reared, for ASHZ Section hi related. material o~)

QA, A'Dproved nitial e

NONDESTRUCTIVE ZQQQ~IATION RT (Had'ography)

PT (EiquM Penetrant)

HT (i~fagnetic Particle)

VT (Vi~>)

NA NA N A NA PROC')UHE H~SIO~

PIP. DEUv~xiJG(s )

E19 ~vj

/+y' f R57 ~

RFV.

R" V Pn< >rxurm PROC'~(

Ve (V~u~ a~)

LT (H~e I W Test)

Other N A N A N A N A NA N A 0- lA SMAW 2-98 SAW SMG1) 4Q 1

SKQ.

1.0

. A. ins ect fit.

DZSCHIPTION 2.0 Q. A. monitor in-process welding to the applicable procedure specification and WPS- $ using calibrated r

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.0

. A. ins ect finished weld and. surface area 2" to each side of weld.

7)C 4.0 Q. A.

erform 100 RT.

4.1 Authorized ins ector hold int.

Ens ection of finished weld and review of'adiography.

Pozm Q203 Hev, Q

EXHIBIT D FIT-UP INSPECTION REQUIREMENTS FOR OFFSET AT HELD JOINTS, FROM THE PDM ASME SECTION III CORPORATE FIELD QA MANUAL

PRR Pl BURGH-DES MOINES STEEL COMP Pare 1

o"-

2 c

I

'PROCESS CONTROL PROCEDURE

'wner Mandatory Hold Points:

Xf mandat;ory inspection hold points, which require wiCnessing or inspecting by Engineer or Owner or both and beyond vrhich work shall not proceed wit;h-out consent of Engineer or Owner. or both, are

required, t;he specific hold points shall be indicated on the CCL or CCA.

Such consent shall be documented on the CCL or CCA prior to Che continuation of work beyond Che designated hold point.

Fit-up'nspection:

QA inspects alignment of sections such Chat Che max-imum offset will not be greater Chan the applicable amount; listed below, irhere t; is Che nominal thickness of t;he thinner section at Che joint.

(Joints in spherical vessels and within heads and goinGs between cylindrical shells and hemispherical heads shall meet Che requirement;s for longitudinal points.)

Up Co 1/2, incl.

Over 1/2 Co 3/rl, incl.

Over 3/>I t;o 13, incl.

Over 14 t;o 2, incl.

Over 2

1/0 t 1/8 in."

1/8 in.

1/8 in.

Lesser of 1/16t or 3/8

'/0 t 1/ri t 3/16 in.

1/8 t Lesser of in.

1/8C or 3/0 in.

QA inspects the joint to be welded for conformance Co Che geometry requirements as indicat;ed in the procedure specificaCion (PS) for Che particular joint configura-tion.

Permissible t;olerances are as indicated in WPS-83

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QA indicates acceptance of the above checks by signoff on t;he CCL or CCA.

C SUPPLEMENT TO ASME SECTION XXX CORPORATE FIELD QA MANUAL FOR CONTRACT NO.

APPROVED BY:

.~gr~~i DATE:

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SBURGH-DES MOINES STEEL GOV HY Pare 2 of 2 PROCESS'ONTROL'ROCEDtJRE Cont.

Visual Examination:

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QA performs in-process welding inspection for confor-mance to the requirements of )lPS-83 and visual exam-ination of welded joints in accordance with procedure VT-1 and indicates acceptance by signoff on the CCL or CCA.

Mond'est'ru'c'ti've Examination (NDE):

QA performs NDE in accordanc with the applicable written procedure, as required on the drawings, and indicates acceptance by signoff on the CCL or CCA.

FP~P I~VAFNAPfjP M[lf SUPPLEMENT Tp ASME SECTION 'XII CORPORATE FIELD QA MANUAL FPR CONTRACT NP, ~~'>-"'l APPROVED BY:

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. DATE:

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EXHIBIT E TABULATION OF RESULTS OF MEASUREMENTS AS-BUILT GEOMETRY OF THE DRYWELL HEAD

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T

TABLE 2 A.

DEVIATION FROM SPECIFIED SHAPE OF DRYWELL HEAD

~Re ion Allowable Deviation rm Actual Maximum Deviation mm Skirt (cylinder)

Saucer plate Knuckle 120.6 120.6 120.6 10 15 B.

OUT OF ROUNDNESS OF DRYWELL HEAD Location Upper Skirt Mid Skirt Lower Skirt 0 -180.

9650 9654 9656 9659 9662 9671 9642 9650 9654 9648 9651 9654 17 12 17 DIAMETER 45 -225 90 -270 135 -315 max-min*

• Allowable D

Dm,.n = 96.5mm